Amendment_0002_W912P619B0006_(Village_of_Glenview_-_Glen_Oak_Acres_Storm_Sewer_Improvement_Section_219).pdf

W81G6690724940

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

REFERENCE INVITATION FOR BIDS NO. W912P619B0006, "VILLAGE OF GLENVIEW, GLEN OAK ACRES STORM SEWER IMPROVEMENTS -

SECTION 219, COOK COUNTY, IL (USACE-CHICAGO DISTRICT ACQUISITION)"

-- THIS AMENDMENT CONTINUES ON THE FOLLOWING PAGES --

1. CONTRACT ID CODE PAGE OF PAGES

1 4

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 09-Aug-2019

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street , County, State and Zip Code) X W912P619B0006

X 9B. DATED (SEE ITEM 11)

15-Jul-2019

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

09-Aug-2019

CODE

U.S. ARMY ENGINEER DISTRICT, CHICAGO

231 SOUTH LASALLE STREET SUITE 1500

CHICAGO IL 60604-1437

W912P6 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912P619B0006

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

The following items are applicable to this modification:

SUMMARY OF CHANGES

A. BID OPENING DATE AND TIME:

The bid Opening Date and Time is NOT EXTENDED by this Amendment. Therefore, bids are due by 2:00 p.m.

(Central Time) on August 15, 2019. Detailed information regarding the submission of bids is located at Section 00 22 13 of the Solicitation document – See “IMPORTANT BID NOTES.”

B. REVISED DRAWING SHEET: The following Drawing Sheet has been revised and is hereunder enclosed replacing the previously furnished respective sheet.

Sheet G-0001, GENERAL NOTES has been revised per Contractor inquiry.

Sheet C-300, DE L'OGIER DRIVE STA 0+00 TO STA 5+00 PLAN AND PROFILE has been revised to clarify jacking and boring location for 48” RCP.

C. AMENDED SPECIFICATION SECTIONS: The following Specification Sections and Submittal Register have been revised. The revised sections and register are enclosed hereunder and replace the previously furnished sections.

a. SECTION 33 05 23 TRENCHLESS UTILITY INSTALLATION has been revised to remove references to pipe casing and related jacking and boring operations throughout specification.

b. SECTION 32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS has been revised for Class D Patches to make it consistent with the CCDOTH Construction Notes.

D. CONTRACTOR’S INQUIRIES: By this Amendment, the Chicago District, USACE responds to Contractor’s inquiries (SEE THE FOLLOWING).

Q1. Are we allowed to combine the SSHO and QC Manger into one individual?

USACE Response Q1: Per specification 01 35 26 Paragraph 1.6.1.1.1, the SSHO can NOT be CQCM nor Superintendent. Per specification 01 45 00.00 10, Paragraph 3.4.2, the CQC System Manager is also the Superintendent.

Q2. Can the site SSHO officer, quality officer and superintendent be the same person?

USACE Response Q2: See USACE Response to Question 1 above.

Q3. Does a separate bond need to be issued to Cook County in addition to the performance bond submitted? Or will the same bond suffice?

USACE Response Q3: Per section 01 10 00 Paragraph 1.13, A separate bond is required for Cook County which is identified at the end of the section. The $20,000 Bond and insurance requirements are in addition to the performance and payment bonds required for award.

The Cook County bond cost “shall not” be added to the USACE’s “performance and payment bonds” line item in the bid schedule; the USACE will reimburse for the bonds submitted to the USACE for approval in accordance with the respective line items.

Q4. Section 52.216.1 references type of contract. Will this project be a unit price only or does this section imply it can be changed to a lump sum contract?

USACE Response Q4: The contract type for this solicitation is Firm Fixed Price Construction. Bidders shall bid all items that are contained in the Bid Schedule including both its unit and extended price for each bid item. (Refer Solicitation Section 00 22 13 – Supplementary Instructions to Bidders, Important Bid Notes)

Q5. Can the contractor stage pipe along the right of way of the roads?

USACE Response Q5: The Village typically allows some staging of pipe within the roadway R.O.W., but requires the Contractor to restore any disturbed areas. Part 1.3 of Section 01 50 00 of the Project Specifications requires submittal of a site plan showing locations and dimensions of temporary facilities, including material storage. This plan will need to be approved prior to use of the R.O.W. for staging.

Q6. Does Cook County want its own bond or is the copy of the performance bond okay?

USACE Response Q6: See USACE Response to Question 2 above.

Q7. Please verify that none of this work is within 3’ of Cook County Road Highway Pavement.

USACE Response Q7: This project includes work within 3’ of Cook County Road Highway Pavement. The Contractor will be responsible for any damage to Cook County owned pavement and/or facilities.

Q8. Section CCDOTH Construction Notes / Drainage Item 10 page 2 of 6 says “That all excavation within three (3) feet of the pavement edge will be done manually.” Does this apply when crossing Burton Terrace and Woodlawn Rd? That said, does item 23 under Pavement HMA Patching & Resurfacing page 3 of 6 apply here?

USACE Response Q8: Excavation associated with crossing Burton Terrace and Woodlawn Road will not need to be done manually. However, the Contractor will be responsible for any damage to Cook County owned pavement and/or facilities.

Q9. General question regarding the trenchless pipe installation (diameter/material/casing), and the material of the bulkhead.

USACE Response Q9: SECTION 33 05 23 TRENCHLESS UTILITY INSTALLATION has been revised to remove specifications for casing pipe for the jack and bored pipe segment of storm sewer.

Q10. Note 15 on G-001 states "If any storm sewer laterals are found during construction and are not identified on the plans, they shall be connected to the proposed storm sewer system and included in the cost of the storm sewer construction."

Similar to Note 8 on G-001, the Government is requesting the Contractor to include an unidentified/unquantified scope to the Contract at no cost. Please remove this note from the Contract documents or provide an additional pay item for unidentified storm sewer connections.

USACE Response Q10: Notes 8 and 15 on Sheet G-001 have been deleted and is shown in revised sheet attached.

Q11. Note 8 on G-001 states "The contractor shall not receive any additional compensation for construction staging necessary to accommodate utility relocation or adjustment and/or for delays caused by utility relocation or adjustment."

If there are existing utility (i.e. fiber, gas, electric...) conflicts with the proposed work, this will be considered a change in condition. The Contractor cannot be held accountable for costs or delays should this event occur during construction. It should be noted that the nature of this Contract frequently encounters utility conflicts that are/are not identified in the documents, and the Contractor is not held accountable unless it is clearly identified in their scope to relocate a specific utility. Please remove this note from the Contract documents.

USACE Response Q11: See USACE Response to Question 10 above.

Q12. For Box 14 on Page 2 of the solicitation, can you please provide direction on what Code and Facility Code you are looking for? Are these to be NAICS or Cage or something else?

USACE Response Q12: The bidder is to provide their company information in block 14. The bidders company name, address and CAGE code or DUNS number as registered in the System for Award Management (SAM) shall be included.

Q13. Does the primary offeror have to issue the bond or can a sub-contractor supply that?

USACE Response Q13: With respect to the USACE bonding requirement, the "Bidder" must furnish the bid bond, not its subcontractor; refer to Instructions at Solicitation Section 00 22 13, specifically FAR Clause 52.228-1. With regard to the resultant payment and performance bond, the "Contractor" (the winning bidder), shall comply with the provisions at FAR Clause 52.228-15, See Section 00 70 00 of the Solicitation document.

E. PRE-AWARD SURVEY:

Please be advised – by this Amendment, the term used to identify the Pre-Award Survey as a “submittal,” should have read as an “Attachment.” Thus, bidders shall ensure they complete Attachment A, “PreAward Survey” and submit it along with all other items called out in the bid schedule.

F. POINT OF CONTACT: The Point of Contact (POC) for this Amendment is Ericka Hillard at (312) 846-5378;

email: ericka.d.hillard@usace.army.mil.

(The aforementioned Drawing Sheet and Specification Sections follows)

END OF AMENDMENT NO. 0002

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01 10 00 SD-01 Preconstruction Submittals

1.9Condition of Existing Structures

1.14 G CNCoordination with Others

1.5Drug Free Workplace

1.23.1 G GSEList of E-Verified/Eligible

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1.7 G CN Construction Progress

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1.21 G CN Progress Meeting Minutes

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1.7.2 G CN Construction Complete

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01 32 01.00 10 SD-01 Preconstruction Submittals

1.3 G CNProject Scheduler Qualifications

3.4.1 G CN AEPreliminary Project Schedule

3.4.2 G CN AEInitial Project Schedule

3.6.2 G CN AEPeriodic Schedule Update

01 33 00 SD-01 Preconstruction Submittals

1.8 G CN AESubmittal Register

01 35 26 SD-01 Preconstruction Submittals

1.7 G CN SOAccident Prevention Plan (APP)

SD-06 Test Reports

1.4Monthly Exposure Reports

1.12Notifications and Reports

1.12.2 G CN SOAccident Reports

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01 35 26 1.12.3LHE Inspection Reports

SD-07 Certificates

1.6.1.5Crane Operators/Riggers

1.7.2.2 G CNStandard Lift Plan

1.7.2.3 G CNCritical Lift Plan

1.7.2.4 G CNNaval Architecture Analysis

1.8 G CNActivity Hazard Analysis (AHA)

1.9.1 G CNConfined Space Entry Permit

1.9.1Hot Work Permit

1.12.4Certificate of Compliance

1.14License Certificates

1.14.1Radiography Operation Planning

Work Sheet

1.14.1Portable Gauge Operations

Planning Worksheet

01 45 00.00 10 SD-01 Preconstruction Submittals

3.2 G CNContractor Quality Control (CQC)

Plan

SD-06 Test Reports

3.9.2Verification Statement

01 50 00 SD-01 Preconstruction Submittals

1.3 G CN AEConstruction Site Plan

01 57 20.01 03 SD-01 Preconstruction Submittals

1.7 G DHEnvironmental Protection Plan

01 58 00 SD-02 Shop Drawings

1.4 G CNSign Legend Orders

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01 78 00 SD-03 Product Data

1.9.1As-Built Record of Equipment and Materials

1.12.1Warranty Management Plan

1.12.5Warranty Tags

1.14Final Cleaning

1.10Spare Parts Data

SD-08 Manufacturer’s Instructions

1.11Preventative Maintenance

1.11Condition Monitoring (Predictive

Testing)

1.11Inspection

1.12.1Instructions

SD-10 Operation and Maintenance

Data

1.13 G CNOperation and Maintenance

Manuals

SD-11 Closeout Submittals

1.6Intermediate Working CAD

Drawing Submittal

1.7.1Final CAD Drawing Submittal

1.7.2 G CNFinal CAD Drawing Backcheck

Submittal

1.7.4 G CN AEFinal Approved Shop Drawings

1.7.4.1 G CN AEFinal Approved Specifications

03 42 13.00 10 SD-01 Preconstruction Submittals

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03 42 13.00 10 1.3.2.2Quality Control Procedures

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2.1.1 G AEStandard Precast Units

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2.1.1Standard Precast Units

3.1.3Embedded Items

2.2.4Accessories

SD-05 Design Data

2.1.3.1Concrete Mix Proportions

SD-06 Test Reports

1.3.2.4Test Reports

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1.3.2.2Quality Control Procedures

31 05 19 SD-03 Product Data

2.2Manufacturing Quality Control

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Tests

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31 23 00.00 20 SD-01 Preconstruction Submittals

1.6.1Shoring and Sheeting Plan

1.6.2 G AEDewatering Work Plan

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31 23 00.00 20 1.5 G AEBorrow Site Testing

3.12.2.1Fill and backfill

3.12.2.2Density Tests

3.12.2.3Moisture Content Tests

32 11 23 SD-06 Test Reports

2.2.1 G AEInitial Tests

3.7.1 G AEIn-Place Tests

32 12 16 SD-03 Product Data

2.3 G AEMix Design

3.8 G AEQuality Control

3.9 G AEMaterial Acceptance

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2.2Asphalt Cement Binder

2.1Aggregates

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2.1 G AEAggregates

3.8.3.10QC Monitoring

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2.2 G AEAsphalt Cement Binder

32 16 19 SD-03 Product Data

2.1Concrete

2.5.5Biodegradable Form Release

Agent

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32 17 23 2.1.1 G AESurface Preparation Equipment

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2.1.2 G AEApplication Equipment List

1.3.1 G AESafety Data Sheets

2.2.1 G AEThermoplastic Compound

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3.2.1 G CNThermoplastic Compound Test

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1.3.2 G CNQualifications

1.3.1 G CNVolatile Organic Compound

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32 92 23 SD-03 Product Data

2.4Fertilizer

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33 01 30.16 SD-07 Certificates

1.3.1 G AECCTV Technician's Qualifications

33 05 23 SD-01 Preconstruction Submittals

1.4 G AEBoring and Jacking Plan

1.4 G CNStatement of Contractor

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2.3.1 G AEReinforced Concrete Pipe (RCP)

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33 05 23 SD-05 Design Data

3.1.1 G CNAccess Shaft Construction Plan

3.3.1 G AEDesign Drawings

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3.5.1.1 G AEMonitoring Survey

SD-08 Manufacturer’s Instructions

1.8.1.2 G CNSafety Data Sheets

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3.6.3 G AERecord Drawings

3.6.3 G CNDaily Work Logs of Installation

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3.1.1 G AEConnections

SD-03 Product Data

2.1.1 G AEPipe, Fittings, Joints and

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3.2.2 GDisinfection Procedures

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3.3.1.3 G AEBacteriological Samples

3.3.1.1 G AEHydrostatic Test

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2.1.1Pipe, Fittings, Joints and

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2.1.1.1Ductile Iron Piping

33 30 00 SD-01 Preconstruction Submittals

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33 30 00 1.3.1 G AEContractor's License

SD-02 Shop Drawings

3.1.1 G AEInstallation Drawings

SD-03 Product Data

2.2.1Gravity Pipe

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3.3.1.1.1 G AELow-Pressure Air Tests

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2.2.1.1.2Gaskets

33 40 00 SD-04 Samples

2.1Pipe for Culverts and Storm

Drains

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2.1.3Resin Certification

2.2.4.1Oil Resistant Gasket

3.10.1.2Leakage Test

3.10.1.1Hydrostatic Test on Watertight

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3.10.1.3Determination of Density

2.2.3Frame and Cover for Gratings

3.10.2.1.3Post-Installation Inspection

Report

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3.3Placing Pipe

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Glen Oak Acres Storm Sewer Improvements Project W912P619B0006

SECTION TABLE OF CONTENTS

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 32 12 16

HOT-MIX ASPHALT (HMA) FOR ROADS

08/09

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

PART 2 PRODUCTS

2.1 AGGREGATES

2.1.1 Coarse Aggregate

2.1.2 Fine Aggregate

2.1.3 Mineral Filler

2.2 ASPHALT CEMENT BINDER

2.3 MIX DESIGN

PART 3 EXECUTION

3.1 PREPARATION OF ASPHALT BINDER MATERIAL

3.2 PREPARATION OF MINERAL AGGREGATE

3.3 PREPARATION OF HOT-MIX ASPHALT MIXTURE

3.4 PREPARATION OF THE UNDERLYING SURFACE

3.5 TRANSPORTING AND PLACING

3.5.1 Transporting

3.5.2 Placing

3.6 COMPACTION OF MIXTURE

3.7 JOINTS

3.7.1 Transverse Joints

3.7.2 Longitudinal Joints

3.8 QUALITY CONTROL

3.8.1 General Quality Control (QC) Requirements

3.8.2 Testing Laboratory

3.8.3 Quality Control Testing

3.8.3.1 Asphalt Content

3.8.3.2 Gradation

3.8.3.3 Temperatures

3.8.3.4 Aggregate Moisture

3.8.3.5 Moisture Content of Mixture

3.8.3.6 Laboratory Air Voids, Marshall Stability and Flow

3.8.3.7 In-Place Density

3.8.3.8 Grade and Smoothness

3.8.3.9 Additional Testing

3.8.3.10 QC Monitoring

3.8.4 Sampling

3.8.5 Control Charts

3.9 MATERIAL ACCEPTANCE

3.9.1 Sublot Sampling

3.9.2 Additional Sampling and Testing

SECTION 32 12 16 Page 1

AMD #0002 - 08/08/19

3.9.3 Grade

3.9.4 Surface Smoothness

3.9.4.1 Smoothness Requirements

3.9.4.1.1 Straightedge Testing

3.9.4.1.2 Profilograph Testing

3.9.4.2 Testing Method

3.9.4.2.1 Straightedge Testing

3.9.4.2.2 Profilograph Testing

3.10 PAVEMENT PATCHING AND TRENCH PAVING

3.10.1 Class D Patching, 12-Inch W/ Aggregate Base Courses, Type B, 12-Inch

3.10.2 Trench Paving

-- End of Section Table of Contents --

SECTION 32 12 16 Page 2

SECTION 32 12 16

HOT-MIX ASPHALT (HMA) FOR ROADS

08/09

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 320 (2017) Standard Specification for Performance-Graded Asphalt Binder

AASHTO T 304 (2011; R 2015) Standard Method of Test for Uncompacted Void Content of Fine Aggregate

ASTM INTERNATIONAL (ASTM)

ASTM C131/C131M (2014) Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C142/C142M (2017) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

ASTM C29/C29M (2017a) Standard Test Method for Bulk Density ("Unit Weight") and Voids in Aggregate

ASTM C566 (2013) Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying

ASTM C88 (2013) Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM D140/D140M (2016) Standard Practice for Sampling Asphalt Materials

ASTM D1461 (2017) Standard Test Method for Moisture or Volatile Distillates in Asphalt Mixtures

ASTM D2172/D2172M (2017; E 2018) Standard Test Methods for Quantitative Extraction of Asphalt Binder from Asphalt Mixtures

SECTION 32 12 16 Page 3

ASTM D2419 (2014) Sand Equivalent Value of Soils and Fine Aggregate

ASTM D242/D242M (2009; R 2014) Mineral Filler for Bituminous Paving Mixtures

ASTM D2489/D2489M (2016) Standard Test Method for Estimating Degree of Particle Coating of Asphalt Mixtures

ASTM D2950/D2950M (2014) Density of Bituminous Concrete in Place by Nuclear Methods

ASTM D3665 (2012; R 2017) Standard Practice for Random Sampling of Construction Materials

ASTM D3666 (2016) Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials

ASTM D4125/D4125M (2010) Asphalt Content of Bituminous Mixtures by the Nuclear Method

ASTM D4791 (2010) Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

ASTM D5444 (2015) Mechanical Size Analysis of Extracted Aggregate

ASTM D6307 (2016) Standard Test Method for Asphalt Content of Hot Mix Asphalt by Ignition Method

ASTM D6925 (2014) Standard Test Method for Preparation and Determination of the Relative Density of Hot Mix Asphalt (HMA) Specimens by Means of the Superpave Gyratory Compactor

ASTM D6926 (2016) Standard Practice for Preparation of Asphalt Mixture Specimens Using Marshall Apparatus

ASTM D6927 (2015) Standard Test Method for Marshall Stability and Flow of Bituminous Mixtures

STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION (CALTRANS)

CTM 526 (2012) Methof of Test for Operation of California Profilograph and Evaluation of Profiles

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 171 (1995) Standard Test Method for Determining Percentage of Crushed Particles in Aggregate

SECTION 32 12 16 Page 4

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Mix Design ; G, AE

Quality Control ; G, AE

Material Acceptance ; G, AE

SD-04 Samples

Asphalt Cement Binder

Aggregates

SD-06 Test Reports

Aggregates ; G, AE

QC Monitoring

SD-07 Certificates

Asphalt Cement Binder ; G, AE

PART 2 PRODUCTS

2.1 AGGREGATES

Provide aggregates consisting of crushed stone, crushed gravel, crushed slag, screenings, natural sand and mineral filler, as required. Submit sufficient materials to produce 200 pounds of blended mixture for mix design verification. The portion of material retained on the No. 4 sieve is coarse aggregate. The portion of material passing the No. 4 sieve and retained on the No. 200 sieve is fine aggregate. The portion passing the No. 200 sieve is defined as mineral filler. Submit all aggregate test results and samples to the Contracting Officer at least 14 calendar days prior to start of construction.

2.1.1 Coarse Aggregate

Provide coarse aggregate consisting of sound, tough, durable particles, free from films of material that would prevent thorough coating and bonding with the asphalt material and free from organic matter and other deleterious substances. All individual coarse aggregate sources shall meet the following requirements:

a. The percentage of loss shall not be greater than 40 percent after 500 revolutions when tested in accordance with ASTM C131/C131M.

SECTION 32 12 16 Page 5

b. The percentage of loss shall not be greater than 18 percent after five cycles when tested in accordance with ASTM C88 using magnesium sulfate or 12 percent when using sodium sulfate.

c. At least 75 percent by weight of coarse aggregate shall have at least two or more fractured faces when tested in accordance with COE CRD-C 171 . Fractured faces shall be produced by crushing.

d. The particle shape shall be essentially cubical and the aggregate shall not contain more than 20 percent percent, by weight, of flat and elongated particles (3:1 ratio of maximum to minimum) when tested in accordance with ASTM D4791.

e. Slag shall be air-cooled, blast furnace slag, with a compacted weight of not less than 75 lb/cu ft when tested in accordance with

ASTM C29/C29M.

f. Clay lumps and friable particles shall not exceed 0.3 percent, by weight, when tested in accordance with ASTM C142/C142M.

2.1.2 Fine Aggregate

Fine aggregate shall consist of clean, sound, tough, durable particles free from coatings of clay, silt, or any objectionable material and containing no clay balls.

a. All individual fine aggregate sources shall have a sand equivalent value not less than 45 when tested in accordance with ASTM D2419.

b. The fine aggregate portion of the blended aggregate shall have an uncompacted void content not less than 45.0 percent when tested in accordance with AASHTO T 304 Method A.

c. The quantity of natural sand (noncrushed material) added to the aggregate blend shall not exceed 25 percent by weight of total aggregate.

d. Clay lumps and friable particles shall not exceed 0.3 percent, by weight, when tested in accordance with ASTM C142/C142M

2.1.3 Mineral Filler

Mineral filler shall be nonplastic material meeting the requirements of

ASTM D242/D242M.

2.2 ASPHALT CEMENT BINDER

Submit a five gallon sample for mix design verification. Asphalt cement binder shall conform to AASHTO M 320 Performance Grade (PG). Test data indicating grade certification shall be provided by the supplier at the time of delivery of each load to the mix plant. Submit copies of these certifications to the Contracting Officer. The supplier is defined as the last source of any modification to the binder. The Contracting Officer may sample and test the binder at the mix plant at any time before or during mix production. Obtain samples for this verification testing in accordance with ASTM D140/D140M and in the presence of the Contracting Officer. Furnish these samples to the Contracting Officer for the verification testing, which shall be at no cost to the Contractor. Submit samples of the asphalt cement specified for approval not less than 14 days

SECTION 32 12 16 Page 6 before start of the test section. Submit copies of certified test data, amount, type and description of any modifiers blended into the asphalt cement binder.

2.3 MIX DESIGN

The Contractor shall develop the mix design. The asphalt mix shall be composed of a mixture of well-graded aggregate, mineral filler if required, and asphalt material. The aggregate fractions shall be sized, handled in separate size groups, and combined in such proportions that the resulting mixture meets the grading requirements of the job mix formula (JMF). No hot-mix asphalt for payment shall be produced until a JMF has been approved.

PART 3 EXECUTION

3.1 PREPARATION OF ASPHALT BINDER MATERIAL

Heat the asphalt cement material avoiding local overheating and providing a continuous supply of the asphalt material to the mixer at a uniform temperature. The temperature of unmodified asphalts shall be no more than 325 degrees Fahrenheit (F) when added to the aggregates.

Performance-Graded (PG) asphalts shall be within the temperature range of 300 to 325 degrees F when added to the aggregate.

3.2 PREPARATION OF MINERAL AGGREGATE

Heat and dry the aggregate for the mixture prior to mixing. No damage shall occur to the aggregates due to the maximum temperature and rate of heating used. The temperature of the aggregate and mineral filler shall not exceed 350 degrees F when the asphalt cement is added. The temperature shall not be lower than is required to obtain complete coating and uniform distribution on the aggregate particles and to provide a mixture of satisfactory workability.

3.3 PREPARATION OF HOT-MIX ASPHALT MIXTURE

The aggregates and the asphalt cement shall be weighed or metered and introduced into the mixer in the amount specified by the JMF. Mix the combined materials until the aggregate obtains a uniform coating of asphalt binder and is thoroughly distributed throughout the mixture. Wet mixing time shall be the shortest time that will produce a satisfactory mixture, but no less than 25 seconds for batch plants. Establish the wet mixing time for all plants based on the procedure for determining the percentage of coated particles described in ASTM D2489/D2489M , for each individual plant and for each type of aggregate used. The wet mixing time will be set to at least achieve 95 percent of coated particles. The moisture content of all hot-mix asphalt upon discharge from the plant shall not exceed 0.5 percent by total weight of mixture as measured by

ASTM D1461.

3.4 PREPARATION OF THE UNDERLYING SURFACE

Immediately before placing the hot mix asphalt, clean the underlying course of dust and debris. Apply a prime coat and/or tack coat in accordance with the contract specifications.

SECTION 32 12 16 Page 7

3.5 TRANSPORTING AND PLACING

3.5.1 Transporting

Transport the hot-mix asphalt from the mixing plant to the site in clean, tight vehicles. Schedule deliveries so that placing and compacting of mixture is uniform with minimum stopping and starting of the paver.

Provide adequate artificial lighting for night placements. Hauling over freshly placed material will not be permitted until the material has been compacted as specified, and allowed to cool to 140 degrees F . To deliver mix to the paver, use a material transfer vehicle operated to produce continuous forward motion of the paver.

3.5.2 Placing

Place and compact the mix at a temperature suitable for obtaining density, surface smoothness, and other specified requirements. Upon arrival, place the mixture to the full width by an asphalt paver; it shall be struck off in a uniform layer of such depth that, when the work is completed, it will have the required thickness and conform to the grade and contour indicated. Regulate the speed of the paver to eliminate pulling and tearing of the asphalt mat. Unless otherwise permitted, placement of the mixture shall begin along the centerline of a crowned section or on the high side of areas with a one-way slope. Place the mixture in consecutive adjacent strips having a minimum width of 10 feet . The longitudinal joint in one course shall offset the longitudinal joint in the course immediately below by at least one foot ; however, the joint in the surface course shall be at the centerline of the pavement. Transverse joints in one course shall be offset by at least 10 feet from transverse joints in the previous course. Transverse joints in adjacent lanes shall be offset a minimum of 10 feet . On isolated areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impractical, the mixture may be spread and luted by hand tools.

3.6 COMPACTION OF MIXTURE

After placing, the mixture shall be thoroughly and uniformly compacted by rolling. Compact the surface as soon as possible without causing displacement, cracking or shoving. The sequence of rolling operations and the type of rollers used shall be at the discretion of the Contractor.

The speed of the roller shall, at all times, be sufficiently slow to avoid displacement of the hot mixture and be effective in compaction. Any displacement occurring as a result of reversing the direction of the roller, or from any other cause, shall be corrected at once. Furnish sufficient rollers to handle the output of the plant. Continue rolling until the surface is of uniform texture, true to grade and cross section, and the required field density is obtained. To prevent adhesion of the mixture to the roller, keep the wheels properly moistened but excessive water will not be permitted. In areas not accessible to the roller, the mixture shall be thoroughly compacted with hand tampers. Any mixture that becomes loose and broken, mixed with dirt, contains check-cracking, or is in any way defective shall be removed full depth, replaced with fresh hot mixture and immediately compacted to conform to the surrounding area.

This work shall be done at the Contractor's expense. Skin patching will not be allowed.

3.7 JOINTS

The formation of joints shall be performed ensuring a continuous bond

SECTION 32 12 16 Page 8 between the courses and to obtain the required density. All joints shall have the same texture as other sections of the course and meet the requirements for smoothness and grade.

3.7.1 Transverse Joints

Do not pass the roller over the unprotected end of the freshly laid mixture, except when necessary to form a transverse joint. When necessary to form a transverse joint, it shall be made by means of placing a bulkhead or by tapering the course. The tapered edge shall be cut back to its full depth and width on a straight line to expose a vertical face prior to placing material at the joint. Remove the cutback material from the project. In both methods, all contact surfaces shall be given a light tack coat of asphalt material before placing any fresh mixture against the joint.

3.7.2 Longitudinal Joints

Longitudinal joints which are irregular, damaged, uncompacted, cold (less than 175 degrees F at the time of placing adjacent lanes), or otherwise defective, shall be cut back a maximum of three inches from the top of the course with a cutting wheel to expose a clean, sound vertical surface for the full depth of the course. All cutback material shall be removed from the project. All contact surfaces shall be given a light tack coat of asphalt material prior to placing any fresh mixture against the joint.

The Contractor will be allowed to use an alternate method if it can be demonstrated that density, smoothness, and texture can be met.

3.8 QUALITY CONTROL

3.8.1 General Quality Control (QC) Requirements

Develop and submit an approved Quality Control Plan. Submit aggregate and QC test results. Do not produce hot-mix asphalt for payment until the quality control plan has been approved addressing all elements which affect the quality of the pavement including, but not limited to:

a. Mix Design,

b. Aggregate Grading,

c. Quality of Materials,

d. Stockpile Management,

e. Proportioning,

f. Mixing and Transportation,

g. Mixture Volumetrics,

h. Moisture Content of Mixtures,

i. Placing and Finishing,

j. Joints,

k. Compaction, and

SECTION 32 12 16 Page 9

l. Surface Smoothness.

3.8.2 Testing Laboratory

Provide a fully equipped asphalt laboratory located at the plant or job site and meeting the pertinent requirements in ASTM D3666. Laboratory facilities shall be kept clean and all equipment maintained in proper working condition. The Contracting Officer shall be permitted unrestricted access to inspect the Contractor's laboratory facility, to witness quality control activities, and to perform any check testing desired. The Contracting Officer will advise the Contractor in writing of any noted deficiencies concerning the laboratory facility, equipment, supplies, or testing personnel and procedures. When the deficiencies are serious enough to adversely affect test results, the incorporation of the materials into the work shall be suspended immediately and will not be permitted to resume until the deficiencies are corrected.

3.8.3 Quality Control Testing

Perform all quality control tests applicable to these specifications and as set forth in the Quality Control Program. The testing program shall include, but shall not be limited to, tests for the control of asphalt content, aggregate gradation, temperatures, aggregate moisture, moisture in the asphalt mixture, laboratory air voids, stability (Not Applicable (NA) for Superpave), flow (NA for Superpave), in-place density, grade and smoothness. Develop a Quality Control Testing Plan as part of the Quality Control Program.

3.8.3.1 Asphalt Content

A minimum of two tests to determine asphalt content will be performed per lot (a lot is defined in paragraph MATERIAL ACCEPTANCE and PERCENT PAYMENT) by one of the following methods: the extraction method in accordance with ASTM D2172/D2172M , Method A or B, the ignition method in accordance with ASTM D6307, or the nuclear method in accordance with ASTM D4125/D4125M . Calibrate the ignition oven or the nuclear gauge for the specific mix being used. For the extraction method, determine the weight of ash, as described in ASTM D2172/D2172M , as part of the first extraction test performed at the beginning of plant production; and as part of every tenth extraction test performed thereafter, for the duration of plant production. The last weight of ash value obtained shall be used in the calculation of the asphalt content for the mixture.

3.8.3.2 Gradation

Determine aggregate gradations a minimum of twice per lot from mechanical analysis of recovered aggregate in accordance with ASTM D5444. When asphalt content is determined by the ignition oven or nuclear method, aggregate gradation shall be determined from hot bin samples on batch plants, or from the cold feed on drum mix plants. For batch plants, test aggregates in accordance with ASTM C136/C136M using actual batch weights to determine the combined aggregate gradation of the mixture.

3.8.3.3 Temperatures

Check temperatures at least four times per lot, at necessary locations, to determine the temperature at the dryer, the asphalt cement in the storage tank, the asphalt mixture at the plant, and the asphalt mixture at the job site.

SECTION 32 12 16 Page 10

3.8.3.4 Aggregate Moisture

Determine the moisture content of aggregate used for production a minimum of once per lot in accordance with ASTM C566.

3.8.3.5 Moisture Content of Mixture

Determine the moisture content of the mixture at least once per lot in accordance with ASTM D1461 or an approved alternate procedure.

3.8.3.6 Laboratory Air Voids, Marshall Stability and Flow

Take mixture samples at least four times per lot compacted into specimens, using 50 blows per side with the hand-held Marshall hammer as described in ASTM D6926. When the Superpave gyratory compactor is used, mixes will be compacted to 50 gyrations in accordance with ASTM D6925. Hot-mix provided under the DOT Superpave option shall be compacted in accordance with the DOT requirements. After compaction, determine the laboratory air voids of each specimen. Stability and flow shall be determined for the Marshall-compacted specimens, in accordance with ASTM D6927.

3.8.3.7 In-Place Density

Conduct any necessary testing to ensure the specified density is achieved. A nuclear gauge may be used to monitor pavement density in accordance with ASTM D2950/D2950M .

3.8.3.8 Grade and Smoothness

Conduct the necessary checks to ensure the grade and smoothness requirements are met in accordance with paragraphs MATERIAL ACCEPTANCE and

PERCENT PAYMENT.

3.8.3.9 Additional Testing

Any additional testing, which the Contractor deems necessary to control the process, may be performed at the Contractor's option.

3.8.3.10 QC Monitoring

Submit all QC test results to the Contracting Officer on a daily basis as the tests are performed. The Contracting Officer reserves the right to monitor any of the Contractor's quality control testing and to perform duplicate testing as a check to the Contractor's quality control testing.

3.8.4 Sampling

When directed by the Contracting Officer, sample and test any material which appears inconsistent with similar material being produced, unless such material is voluntarily removed and replaced or deficiencies corrected by the Contractor. All sampling shall be in accordance with standard procedures specified.

3.8.5 Control Charts

For process control, establish and maintain linear control charts on both individual samples and the running average of last four samples for the parameters listed in Table 8, as a minimum. These control charts shall be

SECTION 32 12 16 Page 11 posted as directed by the Contracting Officer and kept current at all times. The control charts shall identify the project number, the test parameter being plotted, the individual sample numbers, the Action and Suspension Limits listed in Table 8 applicable to the test parameter being plotted, and the Contractor's test results. Target values from the JMF shall also be shown on the control charts as indicators of central tendency for the cumulative percent passing, asphalt content, and laboratory air voids parameters. When the test results exceed either applicable Action Limit, take immediate steps to bring the process back in control. When the test results exceed either applicable Suspension Limit, halt production until the problem is solved. Use the control charts as part of the process control system for identifying trends so that potential problems can be corrected before they occur. Make decisions concerning mix modifications based on analysis of the results provided in the control charts. The Quality Control Plan shall indicate the appropriate action to be taken to bring the process into control when certain parameters exceed their Action Limits.

Table 8. Action and Suspension Limits for the Parameters to be Plotted on Individual and Running Average Control Charts

Individual Samples Running Average of Last Four Samples

Parameter to be Plotted Action Limit

Suspension Limit

Action Limit

Suspension Limit

No. 4 sieve, Cumulative percent passing, deviation for JMF target;

plus or minus values

6 8 4 5

No. 30 sieve, Cumulative percent passing, deviation for JMF target;

plus or minus values

4 6 3 4

No. 200 sieve, Cumulative percent passing, deviation for JMF target;

plus or minus values

1.4 2.0 1.1 1.5

Stability, pounds (minimum) (NA for Superpave)

75 Blow JMF 1800 1700 1900 1800

50 Blow JMF 1000 900 1100 1000

Flow, 0.01 inch (NA for Superpave)

75 Blow JMF 8 min. 7 min. 9 min. 8 min.

16 max. 17 max. 15 max. 16 max.

50 Blow JMF 8 min. 7 min. 9 min. 8 min.

18 max. 19 max. 17 max. 18 max.

Asphalt content, percent deviation from JMF target; plus or minus value

0.4 0.5 0.2 0.3

SECTION 32 12 16 Page 12

Table 8. Action and Suspension Limits for the Parameters to be Plotted on Individual and Running Average Control Charts

Individual Samples Running Average of Last Four Samples

Parameter to be Plotted Action Limit

Suspension Limit

Action Limit

Suspension Limit

Laboratory Air Voids, percent deviation from JMF target value

No specific action and suspension limits set since this parameter is used to determine percent payment

In-place Mat Density, percent of TMD No specific action and suspension limits set since this parameter is used to determine percent payment

In-place Joint Density, percent of TMD No specific action and suspension limits set since this parameter is used to determine percent payment

3.9 MATERIAL ACCEPTANCE

Testing for acceptability of work will be performed by an independent laboratory hired by the Contractor. Forward test results and payment calculations daily to the Contracting Officer. Acceptance of the plant produced mix and in-place requirements will be on a lot to lot basis. A standard lot for all requirements will be equal to eight hours of production. Where appropriate, adjustment in payment for individual lots of hot-mix asphalt will be made based on in-place density, laboratory air voids, grade and smoothness in accordance with the following paragraphs.

Grade and surface smoothness determinations will be made on the lot as a whole. Exceptions or adjustments to this will be made in situations where the mix within one lot is placed as part of both the intermediate and surface courses, thus grade and smoothness measurements for the entire lot cannot be made. In order to evaluate laboratory air voids and in-place (field) density, each lot will be divided into four equal sublots.

3.9.1 Sublot Sampling

One random mixture sample for determining laboratory air voids, theoretical maximum density, and for any additional testing the Contracting Officer desires, will be taken from a loaded truck delivering mixture to each sublot, or other appropriate location for each sublot.

All samples will be selected randomly, using commonly recognized methods of assuring randomness conforming to ASTM D3665 and employing tables of random numbers or computer programs. Laboratory air voids will be determined from three laboratory compacted specimens of each sublot sample in accordance with ASTM D6926. The specimens will be compacted within two hours of the time the mixture was loaded into trucks at the asphalt plant. Samples will not be reheated prior to compaction and insulated containers will be used as necessary to maintain the temperature.

3.9.2 Additional Sampling and Testing

The Contracting Officer reserves the right to direct additional samples and tests for any area which appears to deviate from the specification requirements. The cost of any additional testing will be paid for by the Government. Testing in these areas will be in addition to the lot testing, and the requirements for these areas will be the same as those for a lot.

SECTION 32 12 16 Page 13

3.9.3 Grade

The final wearing surface of pavement shall conform to the elevations and cross sections shown and shall vary not more than 0.05 foot from the plan grade established and approved at site of work. Finished surfaces at juncture with other pavements shall coincide with finished surfaces of abutting pavements. Deviation from the plan elevation will not be permitted in areas of pavements where closer conformance with planned elevation is required for the proper functioning of drainage and other appurtenant structures involved. The grade will be determined by running lines of levels at intervals of 25 feet , or less, longitudinally and transversely, to determine the elevation of the completed pavement surface. Within five working days, after the completion of a particular lot incorporating the final wearing surface, test the final wearing surface of the pavement for conformance with the specified plan grade.

Diamond grinding may be used to remove high spots to meet grade requirements.